WO2022223800A1 - Poutre en béton et système comprenant ladite poutre - Google Patents

Poutre en béton et système comprenant ladite poutre Download PDF

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Publication number
WO2022223800A1
WO2022223800A1 PCT/EP2022/060733 EP2022060733W WO2022223800A1 WO 2022223800 A1 WO2022223800 A1 WO 2022223800A1 EP 2022060733 W EP2022060733 W EP 2022060733W WO 2022223800 A1 WO2022223800 A1 WO 2022223800A1
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WO
WIPO (PCT)
Prior art keywords
longitudinal
column
beams
reinforcements
transverse
Prior art date
Application number
PCT/EP2022/060733
Other languages
English (en)
Inventor
Marc Sanabra Loewe
Original Assignee
Elastic Potential, S.L.
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Elastic Potential, S.L. filed Critical Elastic Potential, S.L.
Priority to EP22724107.2A priority Critical patent/EP4326952A1/fr
Priority to MX2023012482A priority patent/MX2023012482A/es
Priority to US18/556,822 priority patent/US20240209619A1/en
Priority to AU2022260552A priority patent/AU2022260552A1/en
Priority to BR112023022052A priority patent/BR112023022052A2/pt
Priority to CA3216269A priority patent/CA3216269A1/fr
Publication of WO2022223800A1 publication Critical patent/WO2022223800A1/fr
Priority to CONC2023/0014068A priority patent/CO2023014068A2/es

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/02—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements
    • E04B1/04—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements the elements consisting of concrete, e.g. reinforced concrete, or other stone-like material
    • E04B1/043—Connections specially adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2103/00—Material constitution of slabs, sheets or the like
    • E04B2103/02—Material constitution of slabs, sheets or the like of ceramics, concrete or other stone-like material

Definitions

  • the present invention refers to a concrete beam, of the wide beam type, and to a system comprising said beam.
  • the beam according to the invention combines the advantages of steel beams and concrete beams, inventively combining the structural advantages of the former and the low cost and ease of manufacturing of the latter.
  • the concrete beam of the current invention in its two variants, is designed to function in continuity over the bearings (columns).
  • the beam in the first variant, the beam is designed to function in continuity only after the hardening of the concrete poured in the job, while it functions as simply supported during the erection process.
  • the beam in the second variant, the beam is designed to function in continuity both during the erection process, and after the hardening of the concrete cast in the job.
  • More and more structures are erected with prefabricated elements, as constituent elements of the floor.
  • the structures erected using prefabricated elements are typically one-way structures, i.e. the prefabricated floor elements are supported at their ends either on bearing walls or frames formed by columns and beams.
  • precast bearing walls for the bearings may be acceptable in some kinds of buildings, particularly if they do not require much flexibility in the layout of spaces. But using frames (beams and columns) is a desirable solution in most cases as it allows for a larger flexibility.
  • it is currently not so easy to build this kind of structures with precast frames given the current state of the art of the beams used in this kind of structures. This is because the current beams solutions for structures with precast floor elements are not too competitive in comparison with cast in the job structures.
  • the prefabricated floor elements are supported by beams, which in turn rest on columns, as in most structures.
  • the bays are therefore covered by the beams spanning in one direction, and in another direction by the prefabricated floor elements, which can be, for example, hollow core slabs.
  • precast concrete beams either reinforced or prestressed
  • composite tubular beams made of an outer tubular body formed by hot-rolled steel plates welded together filled with concrete, normally poured in the job.
  • precast beams typically downdrop under the floor soffit at least some 15 to 20 cm (6 to 8 inches), which significantly increases the final depth of the floor.
  • This downdropping of beams is due in part to the fact that these beams need lateral corbels to support the floor elements, and in part to the fact that these beams are simply supported and need to be deep to minimize deflections.
  • the beams for the support of the floor elements can be made of steel or concrete.
  • Steel beams have excellent structural features, performing well both under tension stresses and compression stresses. In addition, they allow very large spans. A major drawback of steel beams is their high price.
  • steel beams have a poor performance against fire. Thus, normally additional money has to be invested in protecting steel beams against fire.
  • the current invention aims to solve these drawbacks and subsequently increase the competitiveness of floors made with precast elements as compared to floors completely cast in the job.
  • the present invention proposes a concrete beam in which a longitudinal direction, a transverse direction are defined, and a vertical direction is defined that is perpendicular to the longitudinal direction and to the transverse direction, the beam comprising longitudinal reinforcements so that the cross section of the beam, which is in the plane defined by the transverse and vertical directions, cuts through the longitudinal reinforcements and comprises transverse reinforcement contained in said plane, such that the transverse reinforcements surround the longitudinal reinforcements, wherein at the ends according to the longitudinal direction the beam comprises a rectangular recess for the fitting and support of the end of the beam on a column, the cross-section in the transverse direction comprising at each end of the beam a lower extension in the transverse direction, so that these extensions define in the beam longitudinal flanges for the support of prefabricated floor elements, the beam being provided at each end along the transverse direction of an L-section steel profile having a first flange arranged on the corresponding lower extension and a second flange attached
  • both ends comprise a rectangular recess for the fitting and support on a column.
  • the other end comprises a rectangular protrusion designed for fitting on the rectangular recess of a beam in the next span, so that in the longitudinal rectangular recess there’s thick concrete protrusions in the transverse direction placed at the bottom half of the section beam, and the end of the longitudinal rectangular protrusion has thick concrete protrusions in the transverse direction placed at the top half of the of the section of the beam designed to fit and lay on the concrete protrusions of the rectangular recess of a beam in the next span, the end of the beam provided with the rectangular recess comprising a rectangular hole, that may be connected with the rectangular recess, the hole being placed at the position of the junction with the column to allow for the bearing of the beam and for the passing of the vertical reinforcement of the column.
  • the invention consists of merging two concepts: the advantages of a concrete beam, and those of the bearing supports between steel elements, so that the advantageous features of both are used to obtain a beam with continuous composite corbels running along its bottom edges.
  • continuous composite corbels we do not mean a continuous corbel conventionally reinforced with corrugated reinforcement bars, but rather the combination of the rolled profiles, in this case with an L cross-section, which allow the forces to be transmitted to the reinforcement of the main body of the beam, which is indeed formed by conventional corrugated reinforcement, so that the main body of the reinforced or prestressed concrete beam then transmits the loads to a column through the beam ends provided with recesses, which rest on a steel ring of the column, which also works as a composite section in the small corbels that the column has.
  • reinforced or prestressed concrete is a material that resists fire well and has a relatively low cost, but it has the drawback that it involves relatively large dimensions in the connections, due to the cover that reinforcements need.
  • steel withstands high tensile and shear forces, but it is a material that has two drawbacks: its high cost, and its poor behavior against fire when it is exposed to heat.
  • the beam object of the present invention allows taking advantage of each of the two materials wherever it is needed, which allows reducing costs and having a fire-resistant structure, without increasing the thickness of the structural floor.
  • the invention relates to the use of a wide beam that is mainly supported on two sides of the column opposite along the transverse direction, rather than a narrow beam that is typically supported at the axis of the column.
  • a wide beam, with a large concrete section, as the one described in this application, will have a larger moment of inertia than an equivalent narrow beam with the same depth in a flat soffit structure erected with the state-of-the art beams. As a consequence, the wide beam will experience less deflections than the narrow beam.
  • a wide beam, as the one described in this application, will also have more room to place reinforcement (prestressed or not), and will have a larger flexure strength, shear strength and torque strength than a narrow beam with the same depth.
  • the fact that the beam is wide allows it to develop a very efficient kind of junction with the beam in the next span.
  • This kind of junction which behavior will be explained in more detail below, has the advantage that it allows the main shear forces acting on the beam to be transmitted in the transverse direction, while the main flexure forces of the beam are transferred in the longitudinal direction. This is because the shear forces are not transmitted through a half lap bearing in the vertical-longitudinal plan but through two half lap bearings in the vertical-transverse plan.
  • Half laps are a typical solution to transfer shear in precast concrete beam, but they are typically not able to transmit flexure, as the bottom half part of the junction is typically not filled with concrete.
  • the wide beam allows to transfer flexure and shear in different plans, so that they do not interfere with each other.
  • the central part of the beam may eventually include perforations for the passing of facilities, in case it is really necessary.
  • the second flange of the steel L-section is arranged on the vertical lateral surface of the beam and the two flanges of the steel L-section meet forming a corner.
  • the exposed surface of steel of the L-section will be protected by the concrete cast in the job when making the junction system.
  • the first and the second flange of the L-shaped profile meet through a chamfer, rather than meeting directly forming a corner.
  • the second flange of the steel L-section extends to an upper surface of the prefabricated concrete beam.
  • This embodiment makes it possible to take advantage of the L-shaped rolled profile also as a former of the beam itself, which allows saving in formers and reducing manufacturing costs.
  • the beam comprises longitudinal reinforcements arranged in its upper section and in at least one central section of the beam that covers at least 75% of the total length of the beam.
  • the creep of concrete may cause considerable long-term deflections, which will be larger the larger the span of the beam is. Since the beams support the considerable weight of the prefabricated floor elements, it is necessary to limit their deflection in order to be able to extend the span of beams.
  • the longitudinal reinforcements arranged in the top part of the beam make it possible at a low cost to effectively reduce long term deflections due to creep on the beam.
  • the dimension of the beam in the transverse direction is at least twice the dimension in the vertical direction.
  • the wide shape of the beam allows for the horizontal accommodation of the different components to resist and transmit forces, such as the lateral support flanges and the longitudinal reinforcement, without thereby increasing the height of the slab.
  • the beam comprises an elastomeric strip on top of each of the flanges.
  • the support interface constituted by the bearing flanges is used as a preferential zone for the absorption of irregularities in the surfaces of contact, of the different deformations and also for the absorption of vibrations.
  • the beam comprises two lower bent metal plates at least at one of the longitudinal ends, the bent metal plate projecting interiorly and laterally from the beam.
  • the extensions (lateral flanges along the beam) have a depth between 3 and 10 cm.
  • the invention also refers to a construction system comprising a column, a prefabricated floor element and a beam according to any of the preceding claims, the column comprising a steel plate on which the end of the beam rests, the prefabricated floor element being supported on one of the longitudinal flanges of the beam, the steel plate on the column having preferably the shape of a rectangular ring.
  • the steel plate preferably in the shape of a ring, is characterized by several details:
  • the welded joint to the vertical reinforcement of the column prevents the -intense- loads that the metal ring has to support to be transmitted directly to the concrete placed below, avoiding the risk to damage it.
  • the steel ring is all finished off with an elastomer ring.
  • the main function of the elastomer is to guarantee a uniform bearing, without stress concentrations potentially caused by irregularities in the concrete.
  • the steel ring in one of its two directions, the transverse direction, may be wider, to withstand a significant proportion of the loads transmitted by the beam to the column and also to allow for the welding of a loop or hook to form the torsion-resistant system.
  • a small corbel may be formed on the sides of the column, as will be seen later. This corbel can be made very small, precisely based on the same principle that beam flanges can be made shallow: because they function as a composite section.
  • the steel plate has larger dimensions in plan than the column, and the column comprises transition corbels between the column and the plate, the corbels having a height ranging from 5 cm and 10 cm.
  • the combination of the composite corbels, the steel plate and the beam of the invention allows to minimize the space occupation under the soffit of the structural floor.
  • the steel plate comprises hooks that emerge from it vertically and that are arranged opposite to each other in the transverse direction, so as to vertically retain the upper longitudinal reinforcements of the system and thus prevent the potential rotation or torsion of the beam during the assembly process, as a prefabricated floor elements may be supported only on one of the lateral flanges of the beam.
  • beams may also enable beams to resist long-term unbalanced loads such as in the case of edge beams (spandrels) -which receive load only on one side- or in the case of beams that support floor elements with very different spans on one side and the other side of the beam.
  • the rectangular recesses at the ends of the beams have a depth, in the longitudinal direction, being less than half of the dimension of the steel plate of the column in the longitudinal direction, so that it allows concrete to be poured in the job in the gap between the ends of successive beams, as well as is leaves space for the hooks arranged in the middle of the steel plate, which are part of the torsion- resistant system.
  • a moment-resistant rigid junction can be formed between the two successive beams and the column, thanks to the system formed by the negative longitudinal reinforcements that connect one beam to the other, to the vertical reinforcement of the column and to the concrete cast in the job.
  • the steel plate of the column is joined to the vertical reinforcement of the column, and preferably comprises elastomer bands on the support surfaces intended for the beams.
  • Figure 1 shows a perspective view of the bearing system according to the invention, showing the beam, a prefabricated floor element and a column.
  • Figure 2 shows a perspective view of the bearing system according to the invention, showing the beam, a prefabricated floor element and a column; in which a beam passing over the column has a rectangular recess to support a beam that has a complementary rectangular protrusion to fit in the rectangular recess.
  • Figure 3 is a drawing including forces that explains the functioning of the retaining hooks of the upper longitudinal reinforcements.
  • Figure 4 is a plan detail of the fit of two beams according to the invention at the level of the column.
  • Figures 5 and 6 are details of the bearing area of the prefabricated floor element on the longitudinal flange of the beam according to the invention, according to two embodiments that differ in the height of the vertical flange of the inserted L-shaped profile and in its position with respect to the vertical lateral face of the main body of the beam.
  • Figure 7 is a plan view of the beam according to the invention.
  • Figure 8 is a section of the beam, in an embodiment with a vertical flange of the profile that covers almost the entire height of the beam.
  • Figure 9 shows a cross-section, according to a plane transverse to the beam, of the connection system according to the invention.
  • Figure 10 shows a subset of columns and beams.
  • Figure 11 is a perspective view of the junction in which the reinforcements of the column can be seen.
  • Figure 12a is the stud and tie scheme of the composite corbel of the beam depicted in Figure 5.
  • Figure 12b is the stud and tie scheme of the composite corbel of the beam depicted in Figure 6.
  • Figure 13a is the detail of the welding of the second flange of the L-shaped profile with the transverse reinforcement of the beam. Also, an extra reinforcement is showed welded to the second flange of the L-shaped profile, that may be used in cases where the web is relatively high.
  • Figure 13b shows a possible deformation mechanism of the composite corbel, based on the turning of the L-shaped profile. After this deformation mechanism, the reinforcements anchored in the concrete would prevent the L-shaped profile from turning and the corbel from deflecting.
  • Figure 13c shows a possible deflection mechanism of the composite corbel, where the corbel functions as a small cantilever under deflection.
  • Figure 14 shows a side elevation of the deflection of the wide beam, displaying the compressed top face, the tensioned bottom face and the position of the neutral fiber.
  • Figure 15 shows a picture of the lateral buckling of the second flange of the L-shaped profile that occurred in a tested beam where the second flange of the L-shaped profile was not welded to the transverse reinforcement of the beam.
  • Figures 16a and 16b Shows the different zones of the wide beam.
  • the composite corbels reinforced with the L-shaped profile At the two ends, the composite corbels reinforced with the L-shaped profile.
  • the two most reinforced parts of the beam At the two sides of the main body of the wide beam, the two most reinforced parts of the beam.
  • Figure 17a shows a longitudinal section and a partial transverse cross-section of the beam, representing a solution where the upper surface of the precast concrete is relatively low, because the beam is designed to allow placing negative moment resistant passive reinforcement of large diameter. This is a solution suitable to transfer intense negative moments from one beam to the one next to it in the longitudinal direction.
  • Figure 17b shows a longitudinal section and a partial transverse cross-section of the beam, representing a solution where post-tensioning sheathings have been embedded in precast beams, and precast concrete has its upper surface higher than in Figure 21a.
  • Figure 17c shows a longitudinal section and a partial transverse cross-section of the beam, representing a solution where the passive negative reinforcement has been embedded in one of the two beams whereas the other has no negative moment reinforcement.
  • the precast concrete upper surface is higher than in Figure 17a. This solution is suitable for cases where the junction of the two beams is not intended to transfer negative moments.
  • Figure 18a shows 3D representation of a half lap connection between two precast beams, conventional in the State of the Art.
  • Figure 18b is a 2D representation of the junction of the beams showed in Figure 18a after concrete has been poured in the job. Note how the bottom part of the junction is not filled with concrete.
  • Figure 18c is the stud and tie scheme of the junction showed in Figure 18a.
  • Figure 19a is a plan of the beam junction of the current application showing the position of the three sections.
  • Figure 19b is the longitudinal section A-A depicted on Figure 19a, corresponding to a junction on the laterals of the main body of the beam; with a detail similar to that in Figure 17c.
  • Figure 19c is the longitudinal section B-B depicted on Figure 19a, corresponding to a junction on the central part of the beam; with a detail similar to that in Figure 17a.
  • Figure 19d is the transverse section C-C depicted in Figure 19a, corresponding to the bearing, through a double half-lap, of the rectangular protrusion of the left beam on Figure 19a, on the rectangular recess of the right beam on Figure 19a.
  • Figure 20a shows the elevation of a frame formed by precast columns and precast beams during the erection process. This corresponds to the embodiment where beams have one end with a rectangular recess and at the other end a rectangular recess protrusion to fit in the complementary rectangular recess of another beam.
  • Figure 20b shows the diagram of moments on the beams of the frame depicted in Figure 20a. In this embodiment, the segments of beams passing over the column have negative moments, which shows that continuity is achieved also during the erection process.
  • Figure 21a shows the elevation of a frame formed by precast columns and precast beams during the erection process. This corresponds to the embodiment where both ends of the beams have rectangular recesses to fit in the columns.
  • Figure 21b shows the diagram of moments on the beams of the frame depicted in Figure 21a.
  • Figures 22a to 22f show many embodiments of the invention, where are the next ends are combined: i) end with a rectangular protrusion for the fitting and support of the beam on another beam; ii) end with a rectangular recess complementary to a protrusion; this recess is placed in a beam with continuity on the next span; this end with recess always includes a through opening placed at the position of the junction with the column iii) end with a rectangular recess for the fitting and support of the end of the beam on a column
  • Figure 1 shows a concrete beam 1 in which a longitudinal direction L and a transverse direction T are defined, as well as a vertical direction V which is perpendicular to the longitudinal direction L and the transverse direction T, so that the cross section Svt of beam 1, which is in the TV plane defined by the transverse T and vertical V directions, cuts longitudinal reinforcements AL and comprises transverse reinforcements ATV that surround the longitudinal reinforcements AL, and that are contained in the TV plane.
  • the beam comprises at one end along the longitudinal direction L a recess 11 with a rectangular floor plan for the fitting and supporting of the end of the beam 1 on a column 2, and the section at each end of the beam according to the transverse direction T a lower extension 12 along the transverse direction T, so that these extensions define longitudinal flanges 13 on the beam 1 for supporting prefabricated floor elements 3, the beam 1 being provided at each end along the transverse direction T with a steel profile 14 with L-section having a first flange 141 arranged on the corresponding lower extension 12 and a second flange 142 attached to the ATV transverse reinforcements.
  • Figure 2 shows another embodiment of beam 1 , where the other end of the beam along the longitudinal direction comprises a rectangular protrusion 41.
  • This protrusion 41 is designed for fitting on the rectangular recess 42 of a beam that has continuity in the next span.
  • the longitudinal rectangular recess 42 has thick concrete protrusions 44 or a stepped vertical surface in the transverse direction T placed at the bottom half of the section of the beam, and complementarily the end with the longitudinal rectangular protrusion 41 has thick concrete protrusions 43 in the transverse direction T placed at the top half of the section of the beam designed to fit and lay on the concrete protrusions 44 of the rectangular recess 42 of the beam that has continuity on the next span.
  • the end of the beam provided with the rectangular recess 42 comprises a rectangular through opening 45 placed at the position of the junction with the column 2 to allow for the bearing of the beam 1 and for the passing of the vertical reinforcement 25 of the column 2.
  • the recess 42 could extend to reach the column, such that the recess would serve both for bearing the beam on the column and for providing the recess for the connection with the next beam.
  • steel plates 46 are placed in the job connected to the vertical reinforcement 25 of the column 2, for example, using nuts screwed on the vertical reinforcement 25.
  • the second flange 142 is arranged on the vertical (lateral) surface of the beam.
  • the second flange 142 and the first flange 141 meet forming a corner. Then the concrete 33 poured in the job will finish filling the space left between the floor element 3 and the beam, covering and protecting the steel profile.
  • the corner shape of the junction of flanges 141 and 142 is convenient in terms of production of the L-shaped, as the profile may be easily produced straightforward by bending a flat thin steel plate.
  • the second flange 142 does not meet directly the first flange 141 forming a corner, but through a chamfer 143.
  • the production of this alternative embodiment of the L-shaped profile may also be obtained by folding a flat thin steel plate, but may need a more accurate control of the angles bent.
  • This embodiment allows for an increase in the precast concrete cross-section in the junction of the composite corbel and the main core of the beam.
  • This enlarged cross-section increases the shear strength and the flexure strength of the composite corbel. This may be appropriate for beams supporting floor elements with large spans and/or intense loads.
  • the second flange 142 extends to an upper surface of the beam 1.
  • This embodiment makes it possible to take advantage of the L-shaped profile also in the formwork procedure of the beam itself, which allows saving in former elements and reducing manufacturing costs.
  • the beam comprises longitudinal reinforcement 1S arranged in its upper section and in at least one central section of the beam that covers at least 75% of the total length of the beam.
  • the dimension of the beam along the transverse direction T is at least twice the dimension along the vertical direction V.
  • the flat shape of the beam allows for the horizontal accommodation of the different forces’ transmission components such as the lateral support flanges and the longitudinal reinforcement, without thereby increasing the height of the slab.
  • the beam comprises an elastomeric band 15 on each of the lower extensions 12 forming flanges 13.
  • the upper surface of the beam TS is flat as shown in figures 17a, 17b, 17c. However, this upper surface may either be placed right under the level of the negative-moment resisting longitudinal reinforcement, as in Figure 17a, or it may be placed right over the negative- moment resisting reinforcement covering it completely, as in Figures 17b and 17c.
  • Figures 17a, 17b and 17c show at on the left a longitudinal cross-section of a junction of two beams 1 , and show to the right a transverse cross-section across a beam 1 close to the junction of two beams.
  • the embodiment of Figure 17a is advantageous because it allows to connect two beams 1 by placing passive reinforcement in the job, as negative-moment resisting longitudinal reinforcement.
  • it has the disadvantage that the moment of inertia of the beam is lower during the erection process, so that deflections may be slightly larger.
  • the junction is not negative-moment resistant, which also leads to more deflections. This is the kind of junction described in Figure 1 for the connection of beams: only able to resist negative moments after the hardening of the concrete cast in the job (33).
  • the embodiment of Figure 17c is advantageous because one of the beams (placed at the left in the longitudinal section) includes negative reinforcement.
  • This has two advantages: on the one hand, the upper surface of the beam TS is on top of the negative reinforcement, which gives a larger moment of inertia to the beam during the erection process; and on the other hand, the beam negative-moment resistant during the erection process. Both features make the beam much less deformable during the erection process. This, ultimately, improves very much the performance of the beam, as a large part of the loads that the precast beam 1 will typically have to withstand are loads acting during the erection process. This embodiment corresponds to that shown in 3D in figure 2.
  • This embodiment allows the accommodation of central reinforcements without having to increase the height of the beam.
  • the beam 1 includes two lower bent metal plates 16 at least at one of the longitudinal ends, which protrude inferiorly and laterally from the beam 1. These plates can be supplied attached to the beam 1 , or they can be installed at the time of erection.
  • the invention also relates, as shown in Figure 1 , to a construction system S comprising a column 2, a prefabricated floor element 3 and a beam 1 according to any of the preceding claims, the column 2 comprising a steel plate 21 on which the end of the beam 1 rests, the prefabricated floor element 3 resting on one of the longitudinal flanges 13 of the beam 1 , the steel plate 21 preferably having the shape of a rectangular ring.
  • the plate 21 comprises some hooks 23 that emerge from it vertically and are arranged opposite to each other according to the transverse direction T, in such a way that they allow the upper longitudinal reinforcements 1S of the system S to be held vertically and prevent the rotation or twisting of the beam 1 during the assembly process, as a prefabricated floor element 3 may be placed on the side of the beam opposite to the position of a certain hook 23.
  • the rectangular recesses 11 have a depth along the longitudinal direction L less than half the dimension of the plate 21 along the longitudinal direction L, so that concrete can be poured between successive beams and/or a space is available for some hooks 23 arranged in the middle part of the plate 21.
  • the plate 21 is attached to the vertical reinforcement of the column 2, and preferably comprises elastomer bands on the support surfaces intended for the beams 1.
  • the combination of 12 and 14, end by forming a composite corbel.
  • the transverse reinforcements in the flange ATVF are not entirely horizontal but have at least a certain inclination. This inclination is required to compensate the vertical force P, which is the load transmitted by the prefabricated floor elements 3 to the beam 1. Without this inclination of reinforcement ATVF, the concrete of the lower extension would be under heavy shear and tension forces, and might experience brittle failure.
  • Figure 13a shows two variants of the transverse reinforcements connecting the concrete of the precast beam (1) with the second flange 142 of the steel L-profile 14.
  • the drawing at the left hand shows the welding of the conventional transverse reinforcement ATV to the second flange 142.
  • the drawing at the right hand shows the welding of the transverse reinforcement ATV with a transverse reinforcement entirely embedded ATV2 in the concrete core of the beam 1.
  • This reinforcement ATV2 is advantageous as it guarantees a proper connection of the second flange 142 with the concrete of the precast beam. This is important, because the transverse reinforcement ATV will often come out of the upper surface TS of the precast beam 1, which makes this transverse reinforcement ATV less efficient in terms of connecting the second flange 142 with the core of the beam 1.
  • Figure 13 b shows how in the event that load P, would tend to cause the turning of the steel profile 14 around a longitudinal axis, the transverse reinforcement ATV, and most particularly the transverse reinforcement embedded ATV2 in the core of the beam will prevent this turning by transferring a tension force TF to the core of the precast beam.
  • the behavior of the composite corbel will tend to be that of a very stiff element or that of a flexible element.
  • the behavior will be stiff, and may be analyzed after schemes similar to that depicted in Figures 12a and 12b. If the slenderness is larger, the composite corbel will behave as a small beam in cantilever, as depicted in figure 13c; producing compressive stresses CS at the bottom of the lower extension 12 and tensions on the transverse reinforcements ATV and ATVF.
  • Figure 14 shows how under positive moments deflection, the top part of the beam is under compression, and the bottom part under tension.
  • NF stands for the neutral fiber.
  • the bottom longitudinal reinforcement 2S is evenly distributed on the width of the beam.
  • the bottom longitudinal reinforcement 2S in concentrated an the two laterals of the beam 1 , leaving at the center a part with a very low amount of reinforcement.
  • This second embodiment is particularly convenient when we want to cut passing openings through the beam, for example for the crossing of facilities.
  • the central part of the beam may be cut in this way, thanks to the fact that the beam is supported on the sides of the columns, allowing that all load resisting reinforcements, including 2S, are concentrated at the sides of the beam.
  • FIGs 17a, 17b and 17c show different embodiments of the relation of the top reinforcement 1S of the beam 1 , and the upper surface of the beam TS.
  • the top reinforcement 1 S which is the negative-moment-resistant reinforcement of the beam
  • the reinforcement 1 S will only function after hardening of the topping.
  • FIG 17c corresponds to the embodiment of figure 2, where the top reinforcement is embedded 1SE, and thus can resist moment also during the erection process.
  • figure 17b is showed an embodiment where a sheathing SH for posttensioned reinforcement 1SPT is embedded in the precast beam 1, so that the posttensioned reinforcement 1SPT and a coupler C are placed in the job before pouring the concrete in the job 33.
  • Figures 18a, 18b, 18c show a conventional corbel of the prior art, where the formation of the corbel prevents the complete filling of the junction with concrete as the bottom is not filled, which leads to no capacity (or very low capacity) of the joint to resist negative moments.
  • Figure 19a shows a plan view of the junction of two beams, where the right beam is supporting the left beam, that includes a protrusion 41.
  • Sections AA’, BB’, CC’ on Figure 19a are cross-sections displayed in Figures 19b, 19c, 19d, respectively.
  • Figure 19b shows cross-section A-A’ responding to an embodiment like the one displayed in Figure 17c.
  • Figure 19c shows cross-section B-B’ responding to an embodiment like the one displayed in Figure 17a.
  • Figure 19d corresponds to cross-section C-C’.
  • This shows an embodiment, consistent with prior figures, where the central part of the drawing corresponds to the protrusion 41 of the left beam which is supported by the right beam. Note that in this embodiment this central protrusion of the beam 41 has a slightly low upper surface of the beam IS. This allows to place a certain amount of upper longitudinal reinforcement 1S for the beam. This allows that the junction of beams may resist negative moments due to loads occurring after the hardening of the concrete cast in the job 33, causing those loads a potential a displacement of the 0-moment point of the diagram of moments.
  • embedded upper reinforcement 1SE can resist both negative moments caused during the erection process and negative moments caused after the hardening of the concrete cast in the job 33.
  • this embedded upper reinforcement 1SE may only resist negative moments as long as the negative moments are only on the beam placed at the right side of Figure 19a.
  • the moments may be resisted by the combination of embedded reinforcement placed on the upper part 1SE of the left beam (if any), the reinforcement placed at the job on the upper part 1S of the central protrusion 41 , the embedded reinforcement 1SE in the beam placed at the right side of figure 19a.
  • Figures 20a, 20b show the behavior of beams after the embodiment of Figure 2 during the erection process
  • Figures 21a, 21b show the behavior of beams after the embodiment of Figure 1 during the erection process.
  • Figure 21b displays the diagram of moments of a frame with columns 2 and beams 1 after the embodiment of Figure 1 during the erection process.
  • the whole diagram of moments is a for positive moments M+.
  • Figure 20b displays the diagram of forces of a frame similar in terms of spans and loads to the frame in Figures 21a and 21b. Note how in Figure 20b, the positive moments M+ are very much diminished thanks to the fact that these beams 1 are able to resist negative moments M- during the erection process.
  • Figures 22a through 22e where several combinations of ends of beams are displayed: a) end with a longitudinal rectangular protrusion 41; b) end with a longitudinal rectangular recess 42 and a through opening 45; c) end with recess 11.
  • Figure 22f displays a variant of the ends of beams where the longitudinal recess 42 is connected to the through opening 45.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Tents Or Canopies (AREA)
  • Load-Engaging Elements For Cranes (AREA)
  • On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)

Abstract

Poutre en béton (1) comprenant des renforts longitudinaux (AL) de sorte que la section transversale coupe à travers les renforts longitudinaux (AL) et comprend des renforts transversaux (ATV) qui entourent les renforts longitudinaux (AL), et comprenant à une extrémité un évidement rectangulaire (11) pour le montage et le support de l'extrémité de la poutre (1) sur une colonne (2), la section transversale comprenant à chaque extrémité de la poutre selon la direction transversale (T) une extension inférieure (12) qui délimite dans la poutre (1) des brides longitudinales (13) pour le support d'éléments de plancher préfabriqués (3), la poutre (1) étant pourvue à chaque extrémité d'un profilé en acier (14) avec une section en L avec une première bride (141) agencée sur l'extension inférieure (12) et une seconde bride (142) reliée aux renforts transversaux (ATV). L'invention concerne également un système de construction comprenant une colonne (2), un élément de dalle préfabriqué (3) et une poutre (1).
PCT/EP2022/060733 2021-04-22 2022-04-22 Poutre en béton et système comprenant ladite poutre WO2022223800A1 (fr)

Priority Applications (7)

Application Number Priority Date Filing Date Title
EP22724107.2A EP4326952A1 (fr) 2021-04-22 2022-04-22 Poutre en béton et système comprenant ladite poutre
MX2023012482A MX2023012482A (es) 2021-04-22 2022-04-22 Viga de hormigon y sistema que comprende dicha viga.
US18/556,822 US20240209619A1 (en) 2021-04-22 2022-04-22 Concrete beam and system that comprises said beam
AU2022260552A AU2022260552A1 (en) 2021-04-22 2022-04-22 Concrete beam and system that comprises said beam
BR112023022052A BR112023022052A2 (pt) 2021-04-22 2022-04-22 Viga de concreto e sistema que compreende a dita viga
CA3216269A CA3216269A1 (fr) 2021-04-22 2022-04-22 Poutre en beton et systeme comprenant ladite poutre
CONC2023/0014068A CO2023014068A2 (es) 2021-04-22 2023-10-23 Viga de hormigón y sistema que comprende dicha viga

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
ES202130827U ES1275081Y (es) 2021-04-22 2021-04-22 Viga de hormigon y sistema que comprende a dicha viga
ESU202130827 2021-04-22

Publications (1)

Publication Number Publication Date
WO2022223800A1 true WO2022223800A1 (fr) 2022-10-27

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US (1) US20240209619A1 (fr)
EP (1) EP4326952A1 (fr)
AU (1) AU2022260552A1 (fr)
BR (1) BR112023022052A2 (fr)
CA (1) CA3216269A1 (fr)
CL (1) CL2023003150A1 (fr)
CO (1) CO2023014068A2 (fr)
ES (1) ES1275081Y (fr)
MX (1) MX2023012482A (fr)
WO (1) WO2022223800A1 (fr)

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP2951364A1 (fr) * 2013-01-29 2015-12-09 Eiseko Engineering Système de construction pour industrie de la construction
WO2020132266A1 (fr) * 2018-12-20 2020-06-25 Tindall Corporation Procédés et appareils pour construire une structure en béton

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP2951364A1 (fr) * 2013-01-29 2015-12-09 Eiseko Engineering Système de construction pour industrie de la construction
WO2020132266A1 (fr) * 2018-12-20 2020-06-25 Tindall Corporation Procédés et appareils pour construire une structure en béton

Also Published As

Publication number Publication date
CO2023014068A2 (es) 2024-01-25
ES1275081U (es) 2021-07-26
EP4326952A1 (fr) 2024-02-28
CL2023003150A1 (es) 2024-05-10
ES1275081Y (es) 2021-10-22
CA3216269A1 (fr) 2022-10-27
MX2023012482A (es) 2023-12-07
AU2022260552A1 (en) 2023-11-09
BR112023022052A2 (pt) 2024-01-02
US20240209619A1 (en) 2024-06-27

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